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BRES2015-0341 Geotechnical UpdatesSladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA. 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C. Buena Park, CA 90621 (714) 523-0952 Fax (71 1) 52_3-1369 150 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 815-8863 800 E. Florida Avenue, Flemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 August 25, 2015 Par Development 42-240 Green Way, Suite C Palm Desert, California 92211. Project: Proposed Custom Residence 81-105 Columbus Way The Madison Club La Quinta, California Subject: Soluble Sulfate Content Project No. 544-15123 1.5-08-348 RECEIVE® JAN 0 5 2016 CITY OF EA► OUINTA COMMUNITY DEVEIAPMENT Ref: Geotechnical Update prepared by Sladden Engineering dated May 29, 201.5; Project No. 544-15123, Report No. 1.5-05-225 As requested, we have sampled the surface soil on the subject lot to determine the soluble sulfate content as it relates to selecting appropriate concrete mix designs. Testing indicates that the site soil is considered corrosive with respect to concrete. The testing indicated soluble sulfate content of 3600 ppm (0.360 percent) that corresponds with the "severe" exposure category in accordance with ACI 318-08, Table 3. Based upon this, the use of sulfate resistant concrete mixes will be required. Structural concrete in contact with the soil should have a minimum compressive strength of 4500 psi and a maximum water -cement ratio of 0.45. If you have questions regarding this letter, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEEF Brett L. AndersbTr- Principal Engineer I.,etteI'/gx,m Copies: 4 / Addressee CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPR ED FOR CONS UCTION DATE "1)26 �L6 Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: August 19, 2015 Account No.: 544-15123 Customer: Par Development Location: Madison Club, 81-105 Columbus Way, La Quinta Sulfate Series Analytical Report Soluble Sulfates per CA 417 ppm 3600 Soluble Chloride per CA 422 ppm 1650 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY ---- Sulfate 544-15123 081915 TABLE 19=A-2—REOU1REhtENTS FOR SPECIAL EkPOSURE CONDITIONS INIMU[i ! � MAXII.1um MOR AL•-WOGW • - AP10 . WATER-tE ME)l}T71OUS UGHtk1MGN7, - AttTERIA ." RA710I•BY: ; AGGREGAT£•COfICRETE )XPOSURECON13MON WEIGvVi,lbRAULL' WEIGHT• ' • '::=WI. AGGREGATE CORCRt)E • Conrrrete intended to have low permeabilitywhoa r 0.00o89•lorMPa txposed co water Cancra le exposed to'Bcezimg and thawing in a moist 050 000 condition or to dcicingrh�m�p($ For corrosion Protection for reinfareed 0.43 4,500 concrete CX to chlorides from deicingtltemicals, salts orbrackish Ware, orsprdy.from these •sources 0.40 5,000 TABLE 19-A-3—REQUIREMENTS-FOA CONCRETE EXPOSED TO SULFATE-EDNTAINING=SOLUT70NS L1GHiWEIGHT NOR)UR.WEIGHT (AGGREGATE AGGREG, - CONCRETE - WATER-SOLUBLE Mtdj'nUin lnler- !''P' w=I- CAn+-ntlttotrs �rell)ht•nnd SULFATE SULFATE Pace, SOIL. ERrTAGE MdtetlelagRallo,-bp:. -• ghbvdlphl' � II&M.l-Wht, I.*,. Ccnc�eftzpitI 8Y SULFATE (SOS) Ill - E7tPo5URE WEIGHT • WATER. PPm A ODrct)atn CEMEF4TTYPE Caneretor x 6�IF889'larMPA Negligible 0.00-U.IQ 0.150 Modecatc2• 0.10-0.20 150-1,500 U. IP(MS), IS 030 4.000 Severe 0-20-•200 [ 500-IU,D00 V ' 0.45 4,500 Very seven ovrr200 Over 10.000 V los P O.d5 ' 4,500 . poxzolnn3 Alowerwater-ceraendtiotssmataialsratio orhi crs tirngth agu.usstcorrosion 'ofembcddr�Items or maybe�equiredforlowp cmc5b;Utybrforprntcction' ZSeatvatec freezing and due. ('Cable 19-A-2). -wing lIP13=01an that has been determined by =t or service heard to irnprnvcsulfate ra istanee when M!AingTypc V cement r5gdineonamtceon- LL-264 CITY OF IA QUIN d A BUILDING & SAFETY DEPT. ����a®� FOR CONSTRUCTION - DATEBY RECEIVE® Sladden Engineering SEP 0 3 2015 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 86q8 7 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (7 1,U 523-` 16 OF LA QUINTA 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845 MUNITY DEVELOPMENT 800 E. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 Fax (951) 766-8778 May 29, 2015 Project No. 544-15123 15-05-225 Par Development 42-240 Green Way, Suite C Palm Desert, California 92211 Subject: Geotechnical Update Project: Proposed Custom Residence 81-105 Columbus Way The Madison Club La Quinta, California Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated January 28, 2005; Project No. 544-4810, Report No. 05-01-101 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project No. 522-4.810; Report No. 06-02-120 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence to be to be constructed on the site located at 81-105 Columbus Way within the Madison Club development in the City of La Quinta, California. It is our understanding that the proposed residential structure will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the rough grading of the Madison Club project site. The rough grading included over -excavation and recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is summarized in the referenced report of. Tesfing and Observation During Rough Grading along with the compaction test results. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building area that falls within the previously assumed building envelope. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surfac ltouldlie_compacted—to-a minimum of 90 percent relative compaction prior to fill placeme t.. h � "v busy 6ernoved sdr ppig Cri UUJINT and any fill material should be placed in thin lifts at near o ti BUILDIf`�U% J tent � UEPT. compacted to at least 90 percent relative compaction. A®P R ` � ED FOR CONSUCTION 10 11b BY. May 29, 2015 -2- Project No. 544-15123 15-05-225 The referenced reports include recommendations pertaining to the construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf. and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2013 (CBC) classification criteria. Pertinent 2013 CBC Seismic Design parameters are summarized on the following page. Sladden has reviewed the 2013 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/II/III Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.5068 S1 (Figure 1613.3.1): 0.7128 Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-37 (Fa X S.,;)): 1.506g Sm1 (Equation 16-38 (Fv X Si)): 1.068g SDS (Equation 16-39 (2/3 X Sms)): 1.0048 SD1(Equation 16-40 (2/3 X Sm1)): 0.712g Seismic Design Category: D CITY OF BUILDING & S�UINT SAFETY FOR CONSTRUCTION May 29, 2015 -3- Project No. 544-15123 15-05-225 We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING ,�.�� .. 13RETTL. <<j ANDERSON ��•,`•: Brett L. Anderso o. Cd::3a9 Principal Engineer 111 Exp. u CIVIL r ENGINEERING '<'j SER/ g vm �,S,T `...��,• F0F Copies: 4/Par Development 21a®FL' AQUANTING & SAFETY DEPT O ROVE® CONSTRUCTION ,DATE F. , ac de�rr-� irreerirrg .4 l5� c,5- 225 Please verify that soils reports contain all of the above information. In addition, to assure continuity between the investigation/reporting stage and the execution stage, please use the following checklist to verify that the conclusions and recommendations in the report cover all the required elements. Only then can we be assured that the construction documents address all of the site soil conditions. La Quinta Geotechnical Report Checklist Does the "Concluslons and Recommendations" section of the report address each of the following criteria? "Address" means: (a) the criterion is considered significant and mitigation measure(s) noted, or; (b) the criterion Is considered insignificant and explicitly so stated. Ys . No Criterion ❑ Foundation criteria based upon bearing capacity of natural or compacted soil. 0 Foundation criteria to mitigate the effects of expansive soils. ❑ Foundation criteria based upon bearing capacity. of natural or compacted soil. ❑ Foundation criteria to mitigate the effects of liquefaction. ❑ Foundation criteria. to mitigate the effects of seismically induced differential settlement. ❑ Foundation criteria to mitigate the effects of long-term differential settlement. ❑ Foundation criteria to mitigate the effects of varying soil strength. !� ❑ Foundation criteria to mitigate expected total and differential settlement. Any "No" answers to the .above checklist should be noted as specific required corrections. \_1.1141 \1W.9130116 I r CITY ,R �� } ERiNG z!- BUILDIAL NG FOR CONSTRUCTION DATE ---..BY Ea t Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet. CA. 92543 (951) 766-8777 Fax (951) 766-8778 May 29, 2015 Project No. 544-15123 15-05-225 Par Development 42-240 Green Way, Suite C R�" �jEl��® Palm Desert, California 92211 Subject: Geotechnical Update JAN 0 5 2016 CITY OF .LA QUINTA Project: Proposed Custom Residence COMMUNITY DEVELOPMENT 81-105 Columbus Way The Madison Club La Quinta, California Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated January 28, 2005; Project No. 544-4810, Report No. 05-01.-101. Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project No. 522-4810; Report No. 06-02-120 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence to be to be constructed on the site located at 81-105 Columbus Way within the Madison Club development in the City of La Quinta, California. It is our understanding that the proposed residential structure will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the rough grading of the Madison Club project site. The rough grading included over -excavation and recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is. summarized in the referenced report of. Testing and Observation During Rough Grading along with the compaction test results. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building area that falls within the previously assumed building envelope. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. T sed -surface should be compacted to a minimum of 90 percent relative compaction prior o CDP' a k .kTh&epm_v,_iiou`­s1-pr-em ed soil and any fill material should be paced inthin ift tibtdtkl s�nt nt and compacted to at least 90 percent relative compacti �����PJ & SAFETY DEPT, I�PPR®VEE® FOR CONSTRUCTION DATE-�BYL May 29, 2015 -2- Project No. 544-1.5123 15-05-225 The referenced reports include recommendations pertaining to the construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf. and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2013 (CBC) classification criteria. Pertinent 2013 CBC Seismic Design parameters are summarized on the following page. Sladden has reviewed the 2013 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the _ 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/II/M Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.506g S1 (Figure 1613.3.1): 0.7128 Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-37 {Fa X Ss]): 1.506g Sml (Equation 16-38 (Fv X Si)): 1.068g SDs (Equation 16-39 12/3 X Sms)): 1.0048 SD1(Equation 16-4012/3 X Sm11): 0.7128 Seismic Design Category: D cl U OF LA- QUINTA BUILDING & SAFETY DEPT APPROVE® - FOR CONSTRUCTION DATE -By Sladden Engineering ivivii,. Sladdetietigiiieeriitg. coin May 29, 2015 -3- Project No. 544-15123 15-05-225 We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING A1\1 'ErlsGIJ Brett L. Anderso lo. C4 ", 9 Principal Engineer Exp 39,E ` CIVIL ENGINEERING SER/gvm o�, Fk��% Copies: 4/Par Development I CITY OF LA QUIKI. BUILDING & SAFETY APPROVED DEPT. CONSTRUCTION oAr __ BY Slnrlden Engineering iv w iv. Slnddenerrgiireering. com 15=mss- Zz5 Please verify that soils reports contain all of the above information. In addition, to assure continuity between the investigation/reporting stage and the execution stage, please use the following checklist to verify that the conclusions and recommendations in the report cover all the required elements. Only then can we be assured that the construction documents address all of the site soil conditions. La Quinta Geotechnical Report Checklist Does the "Conclusions and Recommendations" section of the report address each of the following criteria? "Address"means: (a) the criterion is considered significant and mitigation measure(s) noted, or; (b) the criterion is considered insignificant and explicitly so stated. Ygs . No Criterion f� ❑ Foundation criteria based upon bearing capacity of natural or compacted soil. D Foundation criteria to mitigate the effects of expansive soils. ❑ Foundation criteria based upon bearing capacity. of natural or compacted soil. ❑ Foundation criteria to mitigate the effects of liquefaction. 13 ❑ Foundation criteria to mitigate the effects of seismically induced differential settlement. ❑ Foundation criteria to mitigate the effects of long-term differential settlement. ❑ . Foundation criteria to mitigate the effects of varying soil strength. ❑ Foundation criteria to mitigate expected total and differential settlement. Any "No" answers to the .above checklist should be noted as specific required corrections. CITY OF LA Q BRE BUILDING &SAFE AND -. ON s;soiis �,, tr; APPROV CIVIL FOR CONSTRU E Gd.-r;rl�c DATE A BY i